my final year project

PLANNING, ANALYSIS, DESIGN AND ESTIMATION OF

NATURAL COOLING TOWER

A PROJECT REPORT

Submitted by

S.RAMANAN (08CER080)

G.SWATHY (08CER103)

J.ARUNACHALAM (08CEL118)

In partial fulfillment for the award of the degree

Of

BACHELOR OF ENGINEERING

IN

CIVIL ENGINEERING

SCHOOL OF BUILDING AND MECHANICAL SCIENCES

KONGU ENGINEERING COLLEGE, PERUNDURAI-638 052

(An Autonomous institution affiliated to Anna University of Technology, Coimbatore)

ANNA UNIVERSITY: COIMBATORE-641 047

OCTOBER-2011

ANNA UNIVERSITY: COIMBATORE-641 047

1

BONAFIDE CERTIFICATE

Certified that this project report on “PLANNING, ANALYSIS, DESIGN

AND ESTIMATION OF NATURAL COOLING TOWER” is a bonafide work of

S.RAMANAN (08CER080)

G.SWATHY (08CER103)

J.ARUNACHALAM (08CEL118)

Who carried out the project work under my supervision

SIGNATURE SIGNATURE

Prof.S.KRISHNAMOORTHY, M.E., Mrs.S,SUCHITHRA. M.E.,

Head of the Department Assistant Professor

School of Building and Mechanical School of Building and Mechanical Sciences SciencesDepartment of Civil Engineering Department of Civil Engineering

Kongu Engineering College Kongu Engineering College

Perundurai, Erode-638 052 Perundurai, Erode-638 052

Submitted for the University Examination held on ______________

Internal Examiner External Examiner

2

ACKNOWLEDGEMENT

3

ACKNOWLEDGEMENT

First and foremost we thank the almighty, the greatest architect of the

universe for giving us such a speculate years.

We wish to express our heartfelt thanks to our beloved Correspondent

Thiru.R.K.VISHWANATHAN, B.A., and other philanthropic trust members

for having provided us with the entire necessary infrastructure to undertake this

project.

We are greatly indebted to express our deep sense of gratitude to our

principal, Prof.S.KUPPUSWAMI, B.E., Msc (Engg). Dr.Ing (France) for his

valuable advice and encouragement during the project.

We are grateful to thank our beloved Dean of School of Building and

Mechanical Sciences Dr.K.KRISHNAMOORTHY, M.E., Ph.D., FIE, FIV

for his infallible inspiration and guidance.

We take immense pleasure to express our heartfelt thanks to our beloved

Head of the Department Prof.S.KRISHNAMOORTHI, M.E., for his

encouragement and kind co-operation.

This work would not have been materialized without the great guidance

given to us by our guide Mrs.S.SUCHITHRA, M.E., Ph.D who had been a

constant source of ideas and inspiration with encouragement.

We heartily thank our Project Co-ordinator for their valuable guidance.

Last but not least, we thank our PARENTS and BELOVED FRIENDS

for their moral support.

4

ABSTRACT

ABSTRACT

Our project involves the Planning, Analysis and Design of an Natural

Cooling Tower. The entire design includes slab design, beam design, column

5

design, and footing design. Calculations are made manually and using software

packages.

The various structural elements are designed using IS 456:2000. The

concrete mix used for slabs, beams and footings are of M25 and the steel used

for all members are high yield strength deformed bars of grade Fe415. Each and

every part is designed by considering the safety point of view and economically.

This project deals with a simple and effective Natural Cooling Tower

design which is designed similar to Pyramid structure with slight modification

to increase its efficiency instead of normal Sand-Clock like structure which

involves tough calculations and tedious rafter column designs. This is a new

concept in Cooling Tower design which strike in our mind when we were gone

to Industrial Visit at Mettur Themal Power Station.

The total area of Cooling tower is 662 m2 with three compartments which

are used for cooling the hot water supplied to it. The first bottom compartment

consists of filler material above which steel grill is placed to hold the

distribution pipe with sprinklers which carries the hot water and sprinkles it.

The Second compartment which is above the first compartment will have a big

slab with opening at the centre which converges and reduces the area of vapour

reaching the top. Obviously, the vapour starts to condense more and reaches the

collecting chamber at the bottom. And the third, topmost compartment consists

of empty space which has a large opening at the centre than at the Second

compartment which allows the remaining vapour that comes out after

condensing at second compartment to reach the top widely.

The objectives of this project are

Main objective:

6

To create a new design in cooling tower construction instead of

conventional structures which are tedious to built

To prepare an economical and effective design using Pyramid like

structure

To make use of atmospheric air for natural cooling instead of electric fan

To prepare simple design instead of complicated design (to avoid

designing of Rafter Column as like in normal cooling tower)

Supplementary Objective:

To draw a plan of Natural Cooling Tower showing the

reinforcement details of slabs, columns, beams and footings

are done AutoCAD 2009.

To analyze the structure elements using STADD. Pro V8i.

7

CONTENTS

CONTENTS

CHAPTER NO TITLE PAGE NO

ABSTRACT

8

1. INTRODUCTION

2. LITERATURE REVIEW

3. PLAN

4. MANUAL DESIGN

4.1 SLAB DESIGN

4.2 BEAM DESIGN

4.3 COLUMN DESIGN

5. SOFTWARE DESIGN

5.1 COOLING TOWER

6. REINFORCEMENT DETAILS

6.1 SLAB DETAILS

6.2 BEAM DETAILS

6.3 COLUMN DETAILS

7. ESTIMATION OF COOLING TOWER

8. CONCLUSION

9.REFERENCE

9

LIST OF FIGURES

S.NO TITLE PAGE NO

1. 3D VIEW OF COOLING TOWER

2. REINFORCEMENT DETAIL OF BEAMS,COLUMNS

3. REINFORCEMENT DETAIL OF SLAB,FOOTING

10

LIST OF SYMBOLS

B – Breadth of beam or shorter dimension of a rectangular column

D – Overall depth of beam or slab or diameter of column, dimensions under considerations

W d – Total Dead load

W s – Total live load

D – Effective depth of beam or slab or footing

f ck – Characteristic compressive strength of concrete

f y – Characteristic strength of steel

leff – Effective span of beam or slab or effective length of column

lx – Shorter dimension of the slab

l y – Longer dimension of the slab

M – Bending Moment

Ast – Area of tension reinforcement

M u – Moment of resistance of a section without compression

reinforcement

X x – Shorter span co-efficient

X y – Longer span co-efficient

M x – Moments in strip per unit width of shorter span

M y – Moments in strip per unit width of longer span

11

σ cbc – Permissible stress in concrete in bending compression

Sv – Spacing of the stirrup legs or bent-up bar with in a distance

Pu – Axial compressive force

M u – Bending moment at a cross section

Pc – Percentage of compression reinforcement

Pt – Percentage of tension reinforcement

Pw – Axial compression on wall assumed to act at centre of wall

Av – Area of vertical steel

λ – Non dimensional parameters

12

INTRODUCTION

INTRODUCTION

13

In this present era, the technology in advanced construction has

developed to a very large extent. Some parts of constructions are still in

improving stage which includes Cooling Tower construction. Some researches

are going on to increase the efficiency of Cooling Tower by modifying its

structure and design. Ordinary Sand-Clock shaped Cooling Towers are very

tedious to design and calculate. In this chapter, we are going to deal with

planning, analysis and design of Natural Cooling Tower in brief.

The design is done by two methods. The first one is manual analysis and the

other one is STADD Pro analysis.

In manual design, all the Slabs, Beams and Columns are taken. The design

philosophy and procedures are taken as per the Indian standards. This whole

structure design is done by limit state design.

14

LITERATURE REVIEW

LITERATURE REVIEW

15

COOLING TOWER

Cooling Towers are evaporative coolers used for cooling water or other

working medium to near the ambient wet-bulb air temperature. Cooling towers

use evaporation of water to reject heat from processes such as cooling the

circulating water used in oil refineries and power plants, building cooling, or

chemical reactions, for example.

TYPES OF COOLING TOWERS

I. MECHANICAL DRAFT COOLING TOWERS

16

Cooling OptionsWet Cooling Dry Cooling (ACC)

Hybrid Cooling

Parallel Wet/Dry Cooling

Indirect Dry Cooling

http://en.wikipedia.org/wiki/Power_plants

http://en.wikipedia.org/wiki/Oil_refineries

http://en.wikipedia.org/wiki/Wet-bulb_temperature

http://en.wikipedia.org/wiki/Evaporative_cooler

Mechanical Draft Cooling tower has following characteristics,

Large fans to force air through circulated water

Water falls over fill surfaces: maximum heat transfer

Cooling rates depend on many parameters

Large range of capacities

Can be grouped, e.g. 8-cell tower

DISADVANTAGES OF MECHANCIAL DRAFT COOLING TOWER

Towers are very flexible

High vibration values during startup.

Complex gearbox (1800/120 RPM)

Starting cell 2 can shut down cell 1

Reversing fans in cold climates

Water build up in blades

Speeds are slow and based on diameter

Distance to control room

Corrosion from bad pH

17

Figure 2: Mechanical Draft Counterflow Tower Figure 3: Mechanical Draft Crossflow Tower

II. NATURAL DRAFT COOLING TOWER

A natural draft cooling tower is a means to remove waste heat from a system

and release it into the atmosphere.Typically used at oil refineries, chemical

plants and power plants to remove heat absorbed from circulating cool water

systems.A common shape is the hyperboloid (See Fig. 1) Cooling towers have

been around for over 100 years. However, in their early for were only about 20

meters high. Today, some can reach over 200 meters.“As recently as 20 years

ago, cooling towers were more the exception than the rule in the industry

because of their severely high operating cost and the large amount of capital

required for construction. But with today's need for water conservation and

minimal environmental impact. industry is turning more and more to recycling

water.”(GC3) . It has following advantages,

Hot air moves through tower

Fresh cool air is drawn into the tower from bottom

No fan required

Concrete tower <200 m

Used for large heat duties

COMPONENTS

• Supply Basin

• Tower Pumps

• Cooling Towers

– Vertical Ribs

– Reinforced Concrete Shell

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– Internal Void

– Diagonal Columns

– Hot Water Inlet

• Fill

– Splash

– Film

• Hot Water Distribution System

• Cold Water Collection

• Drift Eliminators - Drift is water lost from cooling towers as liquid

droplets are entrained in the exhaust air. The drift loss is independent of

the water lost by evaporation. The drift loss may be expressed in units of

lb/hr or percentage of circulating water flow. Drift eliminators are used to

control this drift loss from the tower. (Mist)

There are two types of Natural Draft Cooling Towers. They are,

Cross flow type

19

Air drawn across falling waterFill located outside tower

Counter flow type

But our new design of Cooling Tower includes different mechanism. It has a

structure with three compartments which are used for cooling the hot water

supplied to it. The first bottom compartment consists of filler material above

which steel grill is placed to hold the distribution pipe with sprinklers which

carries the hot water and sprinkles it. The Second compartment which is above

the first compartment will have a big slab with opening at the centre which

converges and reduces the area of vapour reaching the top. Obviously, the

vapour starts to condense more and reaches the collecting chamber at the

bottom. And the third, topmost compartment consists of empty space which has

a large opening at the centre than at the Second compartment which allows the

remaining vapour that comes out after condensing at second compartment to

reach the top widely.

20

Air drawn up through falling waterFill located inside tower

PLAN

21

NATURAL COOLING TOWER PLAN

Natural Cooling Tower Plan

22

MANUAL DESIGN

23

MANUAL DESIGN

SLAB DESIGN

Triangular Slab =2 x ½ x 5.1x 12x 25

=1530kN/m

=1530X0.6

=918KN

Squareslab =10.6 X 10.6 X 25

= 2809 KN/m

=1685.4 x 0.6 KN

Total Dead Load On Slab = 1530+2809

= 4339 X0.6

=2603.4KN

For 4 slabs = 4 x 4339 = 17356 KN/m

Total live load =4 KN/m2

=4 x 21

= 84 kn /m

Total load = 17440 KN/m for 8 columns

For one column =17440/8 =2180 KN/m

For one metre = 2180 KN

SIDE RATIO OF THE SLAB:

fck = 25 N/mm2

ly/lx = 21.6/10.6

24

2.04>2.50

Hence it is considered as oneway slab

DEPTH REQUIRED FOR STIFFNESS:

Span/(depth x modification factor) = 20

Assume pt =1.2%

10600/(depth x 0.95) =20

Depth = 560mm

D’ =600mm

Effective span = 10.6+0.6

=11.2 m

LOADS:

Load calculation= 1 x 0.6 x 25

= 75KN/m

Self weight of slab = 1 x 4

= 4KN/m

Total= 19KN/m

Ultimate load = 28.5 KN/m

BENDING MOMENT:

Mu = Wul2/8

= [28.5 x(11.2) 2]/8

= 446.88 KN/m

Vu = Wul/2

= (28.5x 11.2)/2

=159.6N/mm2

25

LIMITING MOMENT:

Mu lim = 0.138 fck bd2

= 0.138 x 25 x 1000 x (560)2

= 1081KN-m

Mulim >Mu

Hence it is Under reinforced section

MAIN STEEL REINFORCEMENT AND SPACING:

Mu=0.87 fy Ast d[1-(Ast fy/bd fck)]

Astreq=6662.40mm2

Spacing =110mm

Provide 32dia @110mm c/c

(Ast)pro = (1000 x ast)/spacing

= 7307.63 mm2

(pt) req= 100 x Ast req bd

1.1>1.2

Hence it is safe

DISTRIBUTION REINFORCEMENT:

Ast min = 0.12 x bd

= (0.12/100) bd

= 720mm2

Spacing =270mm

Provide 16mm dia @ 270mmc/c

CHECK FOR DEFLECTION:

fs =0.58 x fy x Ast req/ Ast pro

26

= (0.58 x 415 x 6717)/7307.6

=221N/mm2

pst (assumed )=1.2%

M.F=0.95

Depth d= span/(20 x M.F)

= 10600/(20 x 1.2)

=555mm< d (assumed)

Hence it is safe

CHECK FOR SHEAR:

Vuc =(Tc x bd ) x k

fck = 25 KN/mm2

p st = 100 x Ast pro/ bd

= 0.53%

Tc = 0.61 N/mm2

Vuc = 0.61 x 1000 x 560 x 0.95

= 324.52 KN

Vuc>Vu

Hence it is safe

BEAM DESIGN

DATA:

fck = 25 N/mm2

fy = 415 N/mm2

Working load =15 KN/m

27

Ultimate load = 19 KN/m

Width of support = 0.6m

CROSS SECTIONAL DIMENSION:

Span/depth = 20

10.2/20 = depth

Depth= 510 mm

D= 550mm

Effective span = clear span+ effective depth

= 10+0.55

= 10.55mm

Center to center support = (10 + 0.6) = 10.6m (which ever is lesser) length = 10.55m

LOAD CALCULATION:

Self weight of beam dead load = 0.6 x 0.6 x 25

= 9 KN /m

Live load = 5KN/m

Total load = 14 KN/m

Ultimate load = 21KN/m

ULTIMATE MOMENT AND SHEAR FORCE:

Mu = (Wu x L²) = ( 21x 10.55²) = 292.16KN-m

Vu = (Wu x L) = (21x10.55) =110.78KN

LIMITING MOMENT OF RESISTANCE:

28

Mu limit = 0.138 x fck x b x d²

= 0.138 x 25 x 600 x 550² =745.2KN/m

Mu < Mu (limit) since the sec is under reinforcement

Hence the section as singly reinforcement.

DESIGN OF TENSION REINFORCEMENT:

Mu=0.87 x 415 x Ast x 550 x (1-((Ast x fy)/ (b x d x fck)))

745.2x 10^6=0.87 x 415 x Ast x 550 x (1-((Ast x 415)/(600x 550 x 25))

Ast=1403.12mm²

(Ast) pro= (1000 x ast)/(spacing) , Assume 12mm dia bars,

Provide 12mm dia bars @240mm c/c

Also provide 2no.s of hanger bar of 12mm dia bars

CHECK FOR SHEAR REINFORCEMENT:

Tv =Vu/bd = 110.78x10^3/600*550 = 0.184 N/mm^2

Pt =(100*Ast)/bd =100*1404/600*550 =0.25%

Refer table 19 IS 456:2000 ,Pg no;73

Tc =0.36 N/mm^2

Tv<Tc, Hence safe

Assumed 10mm dia 2 legged stirrups

Ast shear = 157mm2

SPACING:

Sv = (0.87*Fy*Asv*d/Vus) = (0.87*415*157*350/110.8x10^3)

= 223.27mm

Sv = 0.75*d =0.75*350 =262.5mm

Sv = 300mm

29

DESIGN OF INCLINED BEAM

DATA:

fck = 25 N/mm2

fy = 415 N/mm2

Working load =8 KN/m


Width of support = 0.6m

CROSS SECTIONAL DIMENSION:

Span/depth = 20

14.2/20 = depth

Depth= 412 mm

D= 450mm

Effective span = clear span+ effective depth

= 14.2+0.55

= 14.75mm

Center to center support = (14.2+ 0.6) = 14.8m (which ever is lesser) length = 14.75m

LOAD CALCULATION:

Self weight of beam dead load = 0.4 x 0.4 x 25

= 4KN /m

Live load = 2KN/m

Total load = 6KN/m


30

ULTIMATE MOMENT AND SHEAR FORCE:

Mu = (Wu x L²)/8 = ( 9x 14.75²) /8 = 244.75KN-m

Vu = (Wu x L)/2 = (9x14.75) /2 =66.38KN

LIMITING MOMENT OF RESISTANCE:

Mu limit = 0.138 x fck x b x d²

= 0.138 x 25 x 400 x 400² =220.8KN/m

Mu < Mu (limit) since the section is under reinforcement

Hence the section as singly reinforcement.

DESIGN OF TENSION REINFORCEMENT:

Mu=0.87 x 415 x Ast x 410 x (1-((Ast x fy)/ (b x d x fck)))

220.8 10^6=0.87 x 415 x Ast x 410 x (1-((Ast x 415)/(400x 410 x 25))

Ast=1085mm²

(Ast) pro= (1000 x ast)/(spacing) , Assume 12mm dia bars,

Provide 12mm dia bars @ 280mm c/c

Also provide 2no.s of hanger bar of 12mm dia bars

CHECK FOR SHEAR REINFORCEMENT:

Tv =Vu/bd = 66.38x10^3/400*410 = 0.405N/mm^2

Pt =(100*Ast)/bd =100*1404/400*410 =0.66%

Refer table 19 IS 456:2000 ,Pg no;73

Tc =0.36 N/mm^2

Tv<Tc, Hence safe

31

Assumed 10mm dia 2 legged stirrups

Ast shear = 157mm2

SPACING: Sv = (0.87*Fy*Asv*d/Vus) = (0.87*415*157*350/110.8x10^3)

= 223.27mm Sv = 0.75*d =0.75*350 =262.5mm Sv = 300mm

DESIGN OF FOOTING:

GIVEN:

Pu = 2500KN

b = 600 KN

d= 600 KN

Assume, S.B.C of Soil =185 KN/m2

SIZE OF FOOTING:

Load on column = 2500 KN

Self weight of footing = 250 KN

Total factored load = 2750 KN

Footing area = 10 mm

Adopt square footing of size 3.2 m x 3.2 m

Factored soil pressure at bars is,

Pu= 244.14N/mm2

Hence, the footing is adequate in the soil pressure developed at the base is less than the factored bearing capacity of soil.

FACTORED BENDING MOMENT :

32

Cantilever projection from side face of column =1.3m

Bending moment at side face of column =206.30 KN/m

DEPTH OF FOOTING :

Moment consideration,

Mu =0.138 fck bd2

d= 273 mm

Shear force for metre width is,

Vud = 250(1250 - d)N

Assume Tc = 0.36 N/mm2

For M20 grade of concrete with nominal % of reinforcement,

Pt=0.25

Tc= Vul/bd

=0.36

Adopt effective depth = 550mm

Overall depth =600mm

REINFORCEMENT IN FOOTING:

Mu=0.87 fy Ast d[1-(Ast fy/bd fck)]

Ast = 1083.15mm2

Adopt 16mm dia. Bars @ 160mm c/c

Astpro =1257mm2

CHECK FOR SHEAR STRESS:

Vu =550 x[1250-550]

= 175 mm

33

The permissible shear stress is,

KsTc

= 0.33 N/mm2

Nominal shear stress = Tv = Vu/bd

=0.32 N/mm2

Hence it is safe.

34

STADD.Pro RESULTS

STADD.PRO RESULT

SLAB DESIGN

35

ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD

(SQ.MM/ME) (KN-M/M) (SQ.MM/ME) (KN-M/M)

60 TOP : 696. 14.08 / 3 696. 4.98 / 3

BOTT: 696. -1.26 / 2 696. -0.24 / 2

61 TOP : 696. 3.02 / 3 696. 15.85 / 3

BOTT: 696. -0.08 / 2 696. -1.48 / 2

62 TOP : 696. 3.20 / 3 696. 17.02 / 3

BOTT: 696. -0.10 / 2 696. -1.60 / 2

63 TOP : 696. 3.04 / 3 696. 15.53 / 3

BOTT: 696. -0.08 / 2 696. -1.47 / 2

BEAM DESIGN

FOR BOTTOM BEAM

B E A M N O. 1 D E S I G N R E S U L T S

M25 Fe415 (Main) Fe415 (Sec.)

LENGTH: 10500.0 mm SIZE: 550.0 mm X 550.0 mm COVER: 25.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

36

----------------------------------------------------------------------------

SECTION 0.0 mm 2625.0 mm 5250.0 mm 7875.0 mm 10500.0 mm

----------------------------------------------------------------------------

TOP 619.58 585.78 585.78 585.78 723.91

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 582.40 582.40 582.40 0.00


----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 8-10í 8-10í 8-10í 8-10í 10-10í

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-16í 4-16í 4-16í 4-16í 2-16í


SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í

REINF. @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c @ 160 mm c/c

----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT

37

SHEAR DESIGN RESULTS AT 815.0 mm AWAY FROM START SUPPORT

VY = 40.97 MX = 2.91 LD= 3

Provide 2 Legged 8í @ 160 mm c/c

SHEAR DESIGN RESULTS AT 815.0 mm AWAY FROM END SUPPORT

VY = -53.86 MX = 2.91 LD= 3

Provide 2 Legged 8í @ 160 mm c/c

Similar results for 8 bottom beams.

FOR INCLINED BEAM





---------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 582.40 582.40 582.40 582.40 582.40


BOTTOM 0.00 582.40 582.40 582.40 0.00


----------------------------------------------------------------------------

38


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-16í 4-16í 4-16í 4-16í 4-16í


BOTTOM 2-16í 4-16í 4-16í 4-16í 2-16í




FOR TOP BEAM




STAAD SPACE -- PAGE NO. 17


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 395.68 0.00 0.00 0.00 391.28


39

BOTTOM 303.13 303.13 303.13 303.13 303.13


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-16í 2-16í 2-16í 2-16í 3-16í


BOTTOM 4-10í 4-10í 4-10í 4-10í 4-10í




COLUMN DESIGN

C O L U M N N O. 13 D E S I G N R E S U L T S


LENGTH: 3000.0 mm CROSS SECTION: 600.0 mm X 600.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 3 END JOINT: 1 SHORT COLUMN

40

REQD. STEEL AREA : 7395.32 Sq.mm.

REQD. CONCRETE AREA: 352604.69 Sq.mm.

MAIN REINFORCEMENT : Provide 24 - 20 dia. (2.09%, 7539.82 Sq.mm.)

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------

Puz : 6268.60 Muz1 : 265.71 Muy1 : 265.71

INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------

WORST LOAD CASE: 3

END JOINT: 10 Puz : 5621.05 Muz : 0.00 Muy : 0.00 IR: 0.95

41

REINFORCEMENT DETAILS

REINFORCEMENT DETAILS

42

BOTTOM BEAM REINFORCEMENT DETAILS

INCLINED BEAM REINFORCEMENT DETAILS

43

TOP BEAM REINFORCEMENT DETAILS

COLUMN REINFORCEMENT DETAILS

44

FOOTING REINFORCEMENT DETAILS

45

ESTIMATION

DETAILED ESTIMATION

46

S.No

DESCRIPTION

NO

L in m

B in m

D in m

QTY REMARKS

47

1. EARTH WORK EXCAVATION

For footing A 3 2.5 2.5 3.6 67.5m3For Footing B 2 1.8 1.8 3.2 20.74m3

Total 88.24m32. SAND

FILLINGIn Ground Level

2 21.6

5.4 2.9 676.512m3

2 21.6

4.4 2.9 551.232m3

Total 1227.744m3

Deduction 4 7.5 0.9 0.9 12.15m3 (½)x7.5x0.9x0.9

4 5.4 0.8 0.8 6.912m3 (1/2)x5.4x0.8x0.8

Total 19.062m3

Total Sand Filling

1208.682m3

3. PCC WORKIn Footing A 3 2.5 2.5 0.2 3.75m3In Footing B 2 1.8 1.8 .2 1.296m3

4. RCC WORKIn Footing A 3 2.5 2.5 1.6 30m3In Footing B 2 1.8 1.8 1.1 7.128m3IN SLABRectangular 4 11.

89.4 0.6 254.88m3

Triangular 8 11.8

5.2 0.6 147.264m3

48

RCC BEAM 8 10.6

0.6 0.6 30.528m3

INCLINED BEAM

4 14.2

0.6 0.6 20.488m3

TOP BEAM 4 10.6

0.45

0.45 8.586m3

Total 461746m3

49

CONCLUSION

CONCLUSION:

This project gives us a good practice for designing of our future

projects.This helps us to gain a lot of training and experience in planning,

designing and estimation of different components in a Multi Storey Residential

Building ,

51

REFERENCE

REFERENCES

Reinforced Concrete (Limit State Design) by, A.K.JAIN. Published by

Khanna Publishers.

IS: 456 – 2000, Indian Standard Plain and Reinforced Concrete code of

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